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THE STRUCTURAL SHOP - Home - Kansas Department of ... THE STRUCTURAL SHOP LTD CONSULTING ENGINEERS...
Transcript of THE STRUCTURAL SHOP - Home - Kansas Department of ... THE STRUCTURAL SHOP LTD CONSULTING ENGINEERS...
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THE STRUCTURAL SHOP LTD CONSULTING ENGINEERS
9601 RIVER STREETSCHILLER PARK, ILLINOIS 60176(847) 349 1099 PHONE(847) 349 1098 [email protected]
August 2, 2012
Theatrical Media Services, Inc.7510 Burlington StreetOmaha, Nebraska 68127
Re: 44’x38’ 6 Post Stage Roof with Fly Bays – (2 - 91” Fly Bays)
TSS Job #: 12165
Mr. Tim Kohlmeyer:
We have analyzed the referenced structure in order to determine its gravity andlateral load carrying capacity. Enclosed please find a copy of the trussinformation, tower and sleeve block information, overall assembly information,guy wire tie down forces, load capacity schedule, engineering documentation, andoperations management plan.
Complete sets of engineering calculations for your records or use are availableupon request electronically. If there are any additional load schemes needed, wecan model them on our structural analysis program to determine the structuraladequacy of the referenced structure.
The maximum allowable service loads for the roof top and fly bays is provided inthe attached load table. Loads applied to the trusses must be applied at trusspanel points. The maximum uniform load, point load at the center, point load atthird points and point load at quarter points is shown in the schedules.
The stage roof top capacity was determined by using the Entertainment Servicesand Technology Association (ESTA) version of the American National StandardsInstitute (ANSI) document E1.21 – 2006, ‘Entertainment Technology TemporaryGround-Supported Overhead Structures Used to Cover the Stage Areas andSupport Equipment in the Production of Outdoor Entertainment Events’.Additional standards and material codes are referenced by the E1.21 document.See the engineering documentation for a full list of additional standards andmaterial codes.
The stage roof has been designed for a 40 mph, 3 second gust as described bythe referenced standards. When winds are reasonably expected to exceed a 40mph, 3 second gust, much of the equipment and accessories being supported bythe roof top must be removed or lowered to the ground. See operationsmanagement plan for specific requirements.
This roof top has been designed to be used in an open exterior space. When usedadjacent to another structure or within a partly enclosed building, it must beunderstood that the surrounding structure cannot be considered as a shield forthe wind forces.
THE STRUCTURAL SHOP LTD CONSULTING ENGINEERS
9601 RIVER STREETSCHILLER PARK, ILLINOIS 60176(847) 349 1099 PHONE(847) 349 1098 [email protected]
Temporary Stage Roof Design
In accordance with:
Entertainment Services and Technology Association (ESTA)American National Standard E1.21-2006
Entertainment TechnologyTemporary Ground-Supported Overhead
Structures Used to Cover the Stage AreasOf Outdoor Entertainment Events
Relevant Standards used in the design:
ASCE 7, “Minimum Design Loads for Buildings and Other Structures”
ASCE 37, “Design Loads on Structures During Construction”, Section 6 only.
ASCE19, “Structural Applications of Steel Cables for Buildings”
The Aluminum Association, “Specifications & Guidelines for Aluminum Structures”
American Institute of Steel Construction, “Code of Standard Practice for SteelBuildings and Bridges”
American Institute of Steel Construction, “Manual of Steel Construction – AllowableStress Design”
Stage Roof – 6 Post – with Fly Bays
Wind Design per ASCE 7:
Stage Roof Structure is considered an ‘Open Structure’, according to Section6.2 Definitions
Determination of wind forces is per Section 6.5 Method 2 – AnalyticalProcedure
6.5.3 Design Procedure 1. V = 90 mph (basic wind speed) Kd = 0.85 (wind directionality factor)
2. I = 1.0 (importance factor)
3. Kz = 1.0 (velocity pressure exposure coefficient) Kh = 1.0 (velocity pressure exposure coefficient)
4. Kzt = 1.0 (topographic factor)
5. G = 0.85 (gust effect factor)
6. Open (enclosure classification)
7. GCpi = 0.0 (internal pressure coefficient)
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8. External Pressure Coefficients – Do not apply to the roof becauseit is an ‘Open’ structure. These coefficients will be used only forthe design wind forces on the fascia of the gable ends and onscrim hung on the sides.
GCpi – (1E) = 0.71GCpi – (4E) = -0.54
9. qz = 0.00256KzKztKdV2I [psf]
10. p = qh[(GCpf) – (GCpi)] [psf] (net design wind pressure)
6.5.13 Design Wind Loads on Open Buildings with Monoslope, Pitched, orTroughed Roofs. 1. qh = qz from 9 above.
2. G=0.85 (gust effect factor)
3. CN=> (net pressure coefficient) – Load Case A & B
‘A’ CNW= 1.1 (windward side) perp. to ridge ‘A’ CNL= -0.33 (leeward side) perp. to ridge
‘B’ CNW= 0.167 (windward side) perp. to ridge ‘B’ CNL= -1.167 (leeward side) perp. to ridge
‘A’ CN= -0.3 parallel to ridge‘B’ CN= 0.3 parallel to ridge
4. p = qhGCN [psf] (net design wind pressure)
6.5.16 Design Wind Loads on Other Structures
1. qh = qz from 6 above. – This is evaluated at the height ‘z’ of thecentroid of area Af
2. G = 0.85 (gust effect factor)
3. Cf => Force coefficients from figure 6-22 – Open Signs & LatticeFrameworks.
SAP 2000 calculates areas, percent solid ratios, height ‘z’ forcentroid of area, and determines the wind force according thefollowing equation:
F = qzGCfAf (Eqn. 6-28)
Design Implementation Notes:
A. The 6.5.3 design procedure is used by SAP2000 to generate wind loadson the towers and on hanging payload. *See SAP2000 calculations.
B. The 6.5.13 design wind load is used in hand calculations to determinethe wind loads on the roof covering, which is transferred to the roofstructure. *See excel calculations.
C. The 6.5.3 and 6.5.16 design procedures are used by SAP2000 togenerate wind loads on the entire aluminum grid. *See SAP2000calculations.
Approximate Wind pressure calculated by SAP 2000 = 4.8psf. Wind
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pressure is applied to all surfaces of the trusses, including front and backof truss. This effectively produces a wind pressure of 9.6psf on theprojected surface area.
Wind pressure has been applied to the entire fly bay area to accommodate scrim,banners, or speaker arrays. The wind pressure used is the same as the gable endroof pressure, which is 2.5psf. This pressure corresponds with a 40 mph wind. Anyscrim, banner, or speaker array must be removed or lowered to the ground at windspeeds greater than 40 mph (see operations manual).
Payload:All items attached to the aluminum roof structure are considered payload. Allowableload tables for typical configurations, including mid span point load, third span pointloads, quarter span point loads, and uniformly distributed loads, are provided withthis report. Payload for the Fly Bays is also included in the load tables.
Loads have been applied to the bottom chords of the trusses. If heavy loads areplaced on the trusses they must occur at panel points only. If not, kickers from theload to the nearest panel point must be added. See attached load tables for allowableloading.
Wind Load and Payload Combinations
Wind from all four directions was considered in the design of the system. Wind 1: Wind on Upstage. Wind 2: Wind on Downstage. Wind 3: Wind on Stage Left.
Wind 4: Wind on Stage Right.Payload has been applied to three truss types in the structure. The three truss typesare: Sloping Truss, Flat Truss, and Sloping Ladder. The payload on the three trusstypes are placed in four typical arrangements – Load at mid-span, Load at third points,Load at quarter points, and Load uniformly distributed along entire length. Eachtypical arrangement is combined with the wind load. When combining loads such asself-weight (Dead Load), wind (Wind Load), and payload (Live Load), the loadcombinations defined by ASCE 7 are used.
Load combinations per ASCE 70.6D + W (Dead load due to the known weight of the truss
structure. Additional dead loads are not included.) D + L
D + 0.75L + 0.75W
Additional Factor:ANSI E1.21 – A3.2 Non-mandatory – 0.85 repetitive use factor forminor damage occurring the trusses through assembly, use, anddisassembly.
Based on ASCE 7 combinations and repetitive use factor, the followingcombinations are used as inputs in SAP 2000:
0.6D + 1.176W (1/0.85 = 1.176)D + 1.176L (1/0.85 = 1.176)D + 0.88L + 0.88W (1.176 x 0.75 = 0.88)
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Site Requirements for 6 Post Roof Top
Ground surface under tower (post) and tower outriggers must have a safe bearingcapacity not less than 1,500 lbs./sq.ft. (psf). Wood or other suitable cribbing must beplaced under the tower bases measuring 26”x26” min., and under the outrigger padsmeasuring 10”x10” min. If other site conditions are encountered, the cribbing sizesmay be proportioned accordingly by a licensed professional. For engineeringpurposes, the 6 tower reactions are each 7,000 lbs and the outriggers have a reactionof 1,000 lbs each.
Installing guywires from the top of the four corner towers to the ground is requiredunder normal use and according to the operations manual. Two additional guywiresmust be attached to each of the fly bay towers. Guywires for the roof top are to havea minimum working load capacity of 6,800#. Guywires for the ends of the fly baysmust have a minimum working load capacity of 1,800#.
The (8) roof top guywires wires must be strung at an angle of 45 degrees from thecorner of the tower down to the ground. The wire may be offset from the line of thetower no more than 6 feet. (See drawing). They must be attached to the head blockchannels and preloaded (tensioned) to not more than 100 lbs. each.
The (4) fly bay guywires must be strung at an angle of 15 to 20 degrees from vertical.They must be attached to the head block channels and preloaded (tensioned) to notmore than 100 lbs. each. See drawing for anchorage location.
Adequate ballast must be provided to resist the wind forces. The roof top guywireforce @ 40 mph wind speed is 3,300 lbs. This should be considered a minimumrequirement. It is highly recommended that ground anchorage or properly designedballast be used to resist a 90 mph wind speed. The guywire force @ 90 mph is6,800#. We recommend a factor of safety of 2.0 be applied to the breaking strengthof the guywire cable. That equates to a 1.36 ton working load at a factor of safety =5.0.
Truss Construction Information (Analysis Input Nomenclature)
Stage Roof Top consists of standard 26”x30” bolted end trusses and 16” towertrusses.The tower bases consist of outriggers placed at 45 deg from each of the four cornersof each tower.
It is paramount that the trusses used to construct the roof top conform with the trussdata used to analyze the system. We have provided the individual truss memberinformation for use in verifying the trusses used are appropriate. It is ourunderstanding that the truss information we have used is considered an industrystandard. However, this information must still be verified by the installer.
Each member of each truss is grouped within the software model and each group isassigned a section property. The following is a list of members and groupsreferenced in SAP 2000.
Member Group Names and Associated Member Sizes (6061-T6 Aluminum)Main Truss Sections:
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91in_main_chord_lines 2” dia x 1/8” wall Alum. Pipe
91_diags 1” dia x 1/8” wall Alum. Pipe
91in_horizontal s 2” dia x 1/8” wall Alum. Pipe91in_ladder_end 2” dia x 1/8” wall Alum. Pipe
91in_truss_ends 2” dia x 1/8” wall Alum. Pipe
Sloping Truss Sections:
sloping_truss_bc 2” dia x 3/16” wall Alum. Pipe sloping_truss_TC 2” dia x 3/16” wall Alum. Pipe
sloping_truss_Diags 1½” dia x 1/8” wall Alum. Pipe
sloping_truss_horizontals 2” dia x 1/8” wall Alum. Pipe sloping_truss_verts 2” dia x 1/8” wall Alum. Pipe
Sloping Ladder Truss Sections:
Sloping_Ladder_Main_chords 2” dia x 3/16” wall Alum. Pipesloping_ladder_mid_rail 2” dia x 3/16” wall Alum. Pipe
sloping_ladder_diag 1½” dia x 1/8” wall Alum. Pipe
Apex Ladder Truss Sections: apex_main_chord 2” dia x 3/16” wall Alum. Pipe
apex_mid_rail 2” dia x 3/16” wall Alum. Pipe
apex_diags 1½” dia x 1/8” wall Alum. Pipe
Tower Sections: tower_main_chord_line 2” dia x 3/16” wall Alum. Pipe
Tower_diags 1” dia x 1/8” wall Alum. Pipe
tower_vertical_lines 2” dia x 1/8” wall Alum. Pipe
tower_end_lines 2” dia x 1/8” wall Alum. PipeSleeve Block Sections:
sleeve_main_chords 2” dia x 1/8” wall Alum. Pipe
sleeve_block_ends 2” dia x 1/8” wall Alum. Pipesleeve_block_top_ring 2” dia x 1/8” wall Alum. Pipe
sleeve_block_bottom_ring 2” dia x 1/8” wall Alum. Pipe
sleeve_block_caster_assembly 2” dia x 1/8” wall Alum. Pipe
sleeve_extra 2” dia x 1/8” wall Alum. PipeHoist Assembly
Channels CS6x4.03 Alum. Channel
Chain Cable – Non Analyzed MemberTower Base
BaseLEG 2” x 3” x 1/8” wall Alum. Tube
-or- (2) C3x2.07 w/ 2” Gap Alum. Channel
BaseSTRUT 2” dia x 1/8” wall Alum. Pipe
Placement of Loads on the Truss Grid:Loads have been applied to the bottom chords of the trusses. If heavy loads areplaced on the trusses between panel points, kickers from the load to the nearestpanel point must be added. See attached load tables for allowable loading.
NOTE:The component governing the capacity of the structure is the bolted end of the trusswhen the bolts are placed in tension. If the truss becomes overloaded, then the jointsbetween trusses will indicate movement and the entire system must be immediatelyunloaded and inspected.
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Wind Loading Inputs in SAPWind 1 = North Wind (Upstage)Wind 2 = South Wind (Downstage)Wind 3 = East Wind (Stage Left)Wind 4 = West Wind (Stage Right)
Input Load Patterns Wind1/2-A-Roof (used for both Wind 1 and 2) Wind1/2-B-Roof
Wind1-Gable-WW (Windward on Gable) Wind1-Gable-LW (Leeward on Gable)
Wind1/2-Fascia (used for both Wind 1 and 2)Wind2-Gable-WW (Windward on Gable)Wind2-Gable-LW (Leeward on Gable)Wind3-A-Roof-WWWind3-A-Roof-LWWind3-Fascia-WWWind3-Fascia-LWWind3/4-GableWind3-B-Roof-WWWind3-B-Roof-LWWind4-A-Roof-WWWind4-A-Roof-LWWind4-Fascia-WWWind4-Fascia-LWWind4-B-Roof-WWWind4-B-Roof-LW
Input Load Combinations for Wind Only
Wind 1, Case A WIND1
Wind1/2-A-Roof Wind1-Gable-WW Wind1-Gable-LW Wind1/2-Fascia
Wind 1, Case BWIND1Wind1/2-B-RoofWind1-Gable-WW (Windward on Gable)
Wind1-Gable-LW (Leeward on Gable)Wind1/2-Fascia
Wind 2, Case A WIND2
Wind1/2-A-Roof Wind2-Gable-WW Wind2-Gable-LW Wind1/2-Fascia
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Wind 2, Case B WIND2
Wind1/2-B-Roof Wind2-Gable-WW Wind2-Gable-LW Wind1/2-Fascia
Wind 3, Case A WIND3
Wind3-A-Roof-WW Wind3-A-Roof-LW Wind3-Fascia-WW Wind3-Fascia-LW Wind3/4-Gable
Wind 3, Case B WIND3
Wind3-B-Roof-WW Wind3-B-Roof-LW Wind3-Fascia-WW Wind3-Fascia-LW Wind3/4-Gable
Wind 4, Case A WIND4
Wind4-A-Roof-WW Wind4-A-Roof-LW Wind4-Fascia-WW Wind4-Fascia-LW Wind3/4-Gable
Wind 4, Case B WIND4
Wind4-B-Roof-WW Wind4-B-Roof-LW Wind4-Fascia-WW Wind4-Fascia-LW Wind3/4-Gable
Pag
e 1
Tru
ss A
llow
able
Loa
ds
- 6
Pos
t with
Fly
Bay
s (2
-91"
)
Tru
ss T
ype
Spa
n (f
t.-in
.)Lo
ad(lb
s./ft
)Lo
ad(lb
s.)
Max
imum
Def
lect
ion
(in
.)Lo
ad(lb
s.)
Max
imum
Def
lect
ion
(in
.)Lo
ad(lb
s.)
Max
imum
Def
lect
ion
(in
.)Lo
ad(lb
s.)
Max
imum
Def
lect
ion
(in
.)Lo
ad(lb
s.)
Max
imum
Def
lect
ion
(in
.)
Slo
ping
Tru
ss38
-995
3,68
10.
572,
700
0.63
1,40
00.
691,
000
0.59
-0.
12M
id S
tage
Slo
ping
Tru
ss38
-910
03,
875
0.60
3,20
00.
741,
700
0.83
1,20
00.
69-
0.12
Fla
t Tru
ss15
-610
03,
875
0.43
2,50
00.
4690
00.
4580
00.
44-
0.08
Slo
ping
La
dder
30-1
055
1,35
70.
591,
500
0.64
800
0.65
550
0.60
-0.
12F
ly B
ay15
-236
05,
461
0.30
4,20
00.
272,
325
0.29
1,58
00.
26-
0.08
Not
es:
1) 2) 3) 4) 5)
The
loa
d sh
own
is th
e a
llow
able
loa
d th
at th
e tr
usse
s ca
n s
uppo
rt a
t the
giv
en s
pan
base
d on
trus
s st
reng
th in
the
sta
ge r
oof c
onfig
urat
ion.
The
se lo
ads
are
also
ap
plic
able
whe
n us
ed in
com
bina
tion
with
40
MP
H w
inds
. (C
ombi
natio
ns a
re p
er
AS
CE
7, l
oad
com
bina
tion
s D
+L+
W w
ith a
pplic
able
fact
ors.
)T
he lo
ads
ind
icat
ed f
or th
e tr
usse
s sh
ow
n ar
e m
eant
for
use
in a
sta
ge c
onfig
urat
ion
only
. T
hey
have
not
bee
n a
naly
sed
as s
tand
alo
ne.
Def
lect
ions
sho
wn
are
for
all m
embe
rs fu
lly lo
aded
sim
ulta
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usly
in th
e co
nfig
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tion
for
whi
ch th
e de
flect
ion
is g
ive
n.
Sel
fwei
ght
Poi
nt L
oad
s at
1/4
Po
ints
6 P
ost
Sta
ge
Ro
of
Tru
ss A
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able
Ser
vice
Lo
ads
An
d A
sso
ciat
ed D
efle
ctio
ns
(No
tes
1 th
ru 5
)
The
loa
d sh
own
assu
mes
10
0% o
f th
e st
age
roof
to b
e co
vere
d w
ith a
tarp
.
Load
s ap
plie
d to
the
trus
ses
mus
t be
appl
ied
at p
anel
poi
nts.
Poi
nt L
oad
at C
ente
rP
oint
Lo
ads
at 1
/3 P
oint
s
The
trus
s ca
paci
ties
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nt f
or li
ghtin
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d eq
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ent l
oads
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y. O
ccup
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have
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onsi
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nd th
e tr
usse
s ar
e no
t mod
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as
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ork
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form
, cat
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r ot
her
dyna
mic
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man
load
.
Uni
form
Loa
d
OPERATIONS MANAGEMENT PLAN
Stage Roof Top – 6 Post with Fly Bays
Design wind criteria· Basic design wind speed 40 mph, 3 sec gust in accordance with ASCE 7
· Roof to be lowered to stage level at winds exceeding 40 mph, 3 sec gust andskins removed.
· Sound cabinets to be lowered to ground level at 40 mph, 3 sec gust andlaterally restrained
· All other hanging equipment to be lowered to stage level at 40 mph, 3 sec gustand laterally restrained
· Scrims on side walls to be removed at 40 mph, 3 sec gust
· Scrim or backdrop to be removed at 40mph, 3 sec gust
· Wind speeds are measured at 30 feet above ground level
Other DocumentationThis document shall be read in conjunction with the following documents
· Operating Manual provided by Manufacturer
· BSR E1.21 Entertainment Technology – Temporary Stage Roofs
· Signed and sealed Engineering Report by Engineer
Monitoring· The wind speed shall be monitored and records shall be kept on site
· The wind speed measurements shall be taken at the height of the roof structureabove ground, at a location where a true wind speed will be measured. Even ifrigging grid structure is within a partly enclosed structure (at least one openside), wind measurements must be taken outside of the enclosure.
· A competent, responsible person from Client will be present on site for thewhole period of the installation
· A regular liaison with the local airports and weather information centers will bemaintained to ascertain if any significant weather events are expected in the
immediate vicinity of the roof structures
PressuresIt should be recognized that the pressure and wind loadings on a structure areproportional to the square of the wind speed. Double the wind speed is four
times the pressure (force).
ActionsBased on the unpredictable nature of wind events in the United States, we
recommend evacuation of the area surrounding the Stage Roof Top when windspeeds are measured at 40 mph. The system can sustain full design wind
forces; however, results may be catastrophic if wind suddenly and unexpectedly
increases. A zone approximately 60 feet in all directions around the Stage Roof
Top is considered to be the danger zone. High winds may carry debris further,so this should be considered a minimum zone and responsible persons on siteshould consider a larger area for evacuation.
If sudden increases in wind speed are encountered, human life and safety mustbe held paramount to property damage and loss of profit. If the safety of thepersonnel working to lower the roof or removing components of the system is
ever questioned, complete evacuation of the area should be considered the onlyoption.
The actions listed are to be considered minimum requirements, and when
applicable, stricter site requirements may govern. The following actions will beundertaken by Client personnel on site when the 3 second wind speed gusts
approach the following speeds against a background of rising wind speeds.
Backdrop Level 1: Design wind load at 20 mph Personnel to be on alert
Level 2: Design wind load at 30 mph Personnel to be put on standby to remove the backdrop
Level 3: Design wind load at 40 mph Personnel to remove the backdrop
Side wall scrims and Fly Bay scrim Level 1: Design wind load at 20 mph Personnel to be on alert
Level 2: Design wind load at 30 mph Personnel to be put on standby to remove the scrims
Level 3: Design wind load at 40 mph Personnel to remove the scrims
Sound Cabinets
Level 1: Design wind load at 20 mph Personnel to be on alert
Level 2: Design wind load at 30 mph
Personnel to be put on standby to lower the sound cabinet
Level 3: Design wind load at 40 mphPersonnel to lower sound cabinet to ground and laterally
restrain
Stage Roof Top
Level 1: Design wind load at 20 mph Personnel to be on alert
Level 2: Design wind load at 30 mph Personnel to be put on standby to lower the roof
Level 3: Design wind load exceeding 40 mph Personnel to lower the roof and remove the skins
This document shall be considered only one part of a complete OperationsManagement Plan. The following elements should also be considered when
developing the Operations Management Plan for an event:
· Evacuation of the site
· Closure of site to public
· The stage itself (wind can cause uplift on stage decks)
· Delay towers
· FOH areaProvide drawings with the Operational Management Plan, a copy of which will
be kept on site and at Head Office of Client for ease of reference.